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Journal articles on the topic 'Distortional Buckling'

Author: Grafiati

Published: 4 June 2021

Last updated: 21 February 2023

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1

Yanli, Guo, Hu Pengwen, Li Xiao, Yao Xingyou, and Xu Bin. "Distortional buckling critical sectional dimensions and effective length of cold-formed steel lipped channel members." E3S Web of Conferences 136 (2019): 04047. http://dx.doi.org/10.1051/e3sconf/201913604047.

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Based on the comparison on buckling stability coefficient between local and distortional buckling, the critical cross-sectional dimensions without considering the distortional buckling for cold-formed steel lipped channel members are put forward. Furthermore, the critical effective length of nonoccurrence of distortional buckling is presented. The research results show that the calculation of distortional bucking strength of cold-formed steel lipped channel members can be avoided by controlling the reasonable cross-sectional dimensions or the effective length.

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2

Yao, Xingyou. "EWM-based design method for distortional buckling of cold-formed thin-walled lipped channel sections with holes." Mathematical Biosciences and Engineering 19, no. 1 (2021): 972–96. http://dx.doi.org/10.3934/mbe.2022045.

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<abstract> <p>The distortional buckling is easy to occur for the cold-formed steel (CFS) lipped channel sections with holes. There is no design provision about effective width method (EWM) to predict the distortional buckling strength of CFS lipped channel sections with holes in China. His aim of this paper is to present an proposal of effective width method for the distortional buckling strength of CFS lipped channel sections with holes based on theoretical and numerical analysis on the partially stiffened element and CFS lipped channel section with holes. Firstly, the prediction methods for the distortional buckling stress and distortional buckling coefficients of CFS lipped channel sections with holes were developed based on the energy method and simplified rotation restrained stiffness. The accuracy of the proposed method for distortional buckling stress was verified by using the finite element method. Then the modified EWM was proposed to calculate the distortional buckling strength and the capacity of the interaction buckling of CFS lipped channel sections with holes based on the proposal of distortional buckling coefficient. Finally, comparisons on ultimate capacities of CFS lipped channel sections with holes of the calculated results by using the modified effective width method with 347 experimental results and 1598 numerical results indicated that the proposed EWM is reasonable and has a high accuracy and reliability for predicting the ultimate capacities of CFS lipped channel section with holes. Meanwhile, the predictions by the North America specification are slightly unconservative.</p> </abstract>

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3

Liu, Shuai, Qi Jie Ma, and Pei Jun Wang. "Behavior and Design of Web-Slotted Cold-Formed Channels Experiencing Local-Distortional-Global Interactive Buckling." Applied Mechanics and Materials 351-352 (August 2013): 747–52. http://dx.doi.org/10.4028/www.scientific.net/amm.351-352.747.

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This article aims to shed light on the nonlinear local-distortional-global interactive behavior of web-slotted channel columns by use of the finite element method. The effects of three kinds of initial geometric imperfection based on different distortional buckling mode were evaluated. It indicates that different distortional buckling mode does little difference on the nonlinear interactive buckling behavior of web-slotted channels. Based on the extensive parametric study, some modifications were made to the traditional Effective Width Method for the practical design of web-slotted channel columns undergoing local-distortional-global interactive buckling.

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4

Davies, J. M., and C. Jiang. "Design for distortional buckling." Journal of Constructional Steel Research 46, no. 1-3 (April 1998): 174–75. http://dx.doi.org/10.1016/s0143-974x(98)00107-2.

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5

Zhou, Tian Hua, Shao Feng Nie, Xiang Bin Liu, and Guang Yi Li. "Experimental Study on Mechanical Behavior of Cold-Formed Steel Three Limbs Built-up Section Members." Advanced Materials Research 163-167 (December 2010): 651–54. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.651.

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18 specimens of cold-formed steel three limbs built-up section members are tested under axial compression load in this paper. The section forms are divided into two categories: A and B. Load-displacement (P-Δ) curves and failure characteristics of specimens are obtained. The results show that: As to section A members, the failure characteristics of LC, MC and SC series of specimens are flexural-torsional buckling, torsional buckling and distortional buckling, local buckling and distortional buckling. As to section B members, the failure characteristics of LC, MC series of specimens are flexural buckling, while local buckling and distortional buckling for members of SC series.

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6

Dekker, N. W., and A. R. Kemp. "A simplified distortional buckling model for doubly symmetrical I-sections." Canadian Journal of Civil Engineering 25, no. 4 (August 1, 1998): 718–27. http://dx.doi.org/10.1139/l98-001.

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Lateral torsional instability of I-beams considers the relative displacement of the unstable compression flange to the stable tension flange. It is commonly assumed that little or no distortion takes place between the two flanges. In this paper, an approach is proposed whereby the section properties that control lateral torsional buckling are adjusted to allow for the influence of cross-section distortion, by the use of simple spring models representing the relative stiffness of the flanges and the web. The model is developed for elastic, inelastic, and plastic cases and compared with the results obtained from finite element models developed by other researchers. A method of quantifying the lateral distortional buckling resistance of I-beams is of particular importance in the hogging moment region of continuous composite beams; the ability of the proposed model to deal with this complex problem has been previously demonstrated by the authors. In this paper, the proposed model is used to illustrate the influence of distortional buckling on doubly symmetrical I-sections.Key words: lateral, distortional, I-beams, elastic, inelastic.

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7

Essa, Hesham S., and D. J. Laurie Kennedy. "Station Square revisited: distortional buckling collapse." Canadian Journal of Civil Engineering 21, no. 3 (June 1, 1994): 377–81. http://dx.doi.org/10.1139/l94-040.

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After failure of the roof of the new Save-on-Foods store at the Station Square development in Burnaby, British Columbia, Canada, the government of British Columbia established a commissioner inquiry to investigate the causes of collapse. Collapse was attributed to an undersized W610 × 113 beam in the cantilever-suspended span arrangement and inadequate buckling resistance of the beam-column assembly. The analysis of the lateral-torsional buckling resistance of the collapsed beam in the commissioner's report did not take into account two counteracting effects: the detrimental effect of the load applied above the shear centre and the beneficial effect of the lateral and torsional restraints provided by the open-web steel joists to the collapsed beam. A distortional buckling finite element program is used herein to determine the moment resistance at buckling of the collapsed beam. This program takes into account web distortion, height of load application, inelastic behaviour, and actual restraint conditions. The moment resistance so obtained is in good agreement with the moment applied to the beam at failure. Further analyses show that even with improved restraint details at the critical beam-column location, the beam was inadequate to support the factored loads. A W610 × 195 or even a W610 × 174 beam could be considered adequate. Key words: steel beams, Station Square, lateral-torsional buckling, cantilever-suspended span, web distortion, restraints.

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8

Trahair, N. S. "Lateral–distortional buckling of monorails." Engineering Structures 31, no. 12 (December 2009): 2873–79. http://dx.doi.org/10.1016/j.engstruct.2009.07.013.

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9

Zirakian, Tadeh, and Hossein Showkati. "Distortional buckling of castellated beams." Journal of Constructional Steel Research 62, no. 9 (September 2006): 863–71. http://dx.doi.org/10.1016/j.jcsr.2006.01.004.

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10

Lee, Dong-Sik, and Mark Andrew Bradford. "Inelastic distortional buckling of cantilevers." Steel and Composite Structures 3, no. 1 (February 25, 2003): 1–12. http://dx.doi.org/10.12989/scs.2003.3.1.001.

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11

Trahair, N. S. "Distortional buckling of overhanging monorails." Engineering Structures 32, no. 4 (April 2010): 982–87. http://dx.doi.org/10.1016/j.engstruct.2009.12.025.

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12

CHEN, JIAN-KANG, and LONG-YUAN LI. "DISTORTIONAL BUCKLING OF COLD-FORMED STEEL SECTIONS SUBJECTED TO UNIFORMLY DISTRIBUTED TRANSVERSE LOADING." International Journal of Structural Stability and Dynamics 10, no. 05 (December 2010): 1017–30. http://dx.doi.org/10.1142/s0219455410003877.

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This paper presents an investigation on the influence of stress gradient on the elastic critical stress of distortional buckling of cold-formed steel sections supporting wall sheeting or roof cladding in buildings. The critical stress of distortional buckling of cold-formed steel section beams subjected to a uniformly distributed transverse loading is calculated using the model proposed recently by Li and Chen. The sections investigated in the paper include channel, zed, and sigma sections. Numerical examples are provided that highlight the influence of stress gradient, section dimensions, and sheeting lateral restraints on the critical stress of distortional buckling.

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13

ZIRAKIAN, TADEH, and JIAN ZHANG. "ELASTIC DISTORTIONAL BUCKLING OF SINGLY SYMMETRIC I-SHAPED FLEXURAL MEMBERS WITH SLENDER WEBS." International Journal of Structural Stability and Dynamics 12, no. 02 (March 2012): 359–76. http://dx.doi.org/10.1142/s0219455412500071.

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The effectiveness of the measures provided in the 2005 American Institute of Steel Construction (AISC) Specification for elastic distortional buckling of doubly symmetric I-shaped flexural members with slender webs was evaluated in a previous study. It was demonstrated that the code equations generally provide conservative strength estimates for the slender-web I-beams, and the amount of the conservatism was found to be rather dramatic for some cases. As a continuation of this effort, the effectiveness and accuracy of the 2005 AISC code provisions as well as predictions for elastic distortional buckling of slender-web singly symmetric I-shaped members is investigated in this paper. Comparisons are made with the finite strip analysis results for distortional buckling and the two design equations for elastic distortional buckling proposed by other researchers. It is demonstrated that the code predictions are by and large conservative, and even overly conservative in some cases, which does not seem to be justifiable economically.

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14

Tang, Ting Ting, and Jian Yao. "Comparison and Study on Calculation Methods of Cold-Formed Thin-Walled Lipped Channel Members’ Capacity about Distortional Buckling." Applied Mechanics and Materials 256-259 (December 2012): 581–87. http://dx.doi.org/10.4028/www.scientific.net/amm.256-259.581.

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Distortional buckling which is one of the most important buckling modes for cold-formed lipped channel sections as well as local buckling and global buckling may change mechanical properties and decrease the ultimate load of members. This paper reviews research achievements in distortional buckling, compares the existed design methods according to five national (regional) codes and the latest research achievements. Based on the comparison between five calculating data and test results, it is shown that the design method of North American specification has widespread application and relatively high accuracy, which could supply references for structural design.

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15

Yao, Xingyou, Yafei Liu, Shile Zhang, Yanli Guo, and Chengli Hu. "Experiment and Design Method of Cold-Formed Thin-Walled Steel Double-Lipped Equal-Leg Angle under Axial Compression." Buildings 12, no. 11 (October 23, 2022): 1775. http://dx.doi.org/10.3390/buildings12111775.

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The cold-formed steel (CFS) double-lipped equal-leg angle is widely used in modular container houses and cold-formed steel buildings. To study the buckling behavior and bearing capacity design method of the cold-formed steel (CFS) double-lipped equal-leg angle under axial compression, 24 CFS double-lipped equal-leg angles with different sections and slenderness ratios the axial compression were conducted. The test results showed that the distortional buckling occurs for specimens with a small width-to-thickness ratio and small slenderness ratio. The buckling interactive with distortional and global flexural buckling was observed for the specimens with small width-to-thickness ratios and large slenderness ratios. The specimens with large width-to-thickness ratios and small slenderness ratios showed interactive buckling with local and distortion buckling. The specimens with large width-to-thickness ratios and large slenderness ratio developed interactive buckling with local, distortional, and global flexural buckling. The finite element model established by ABAQUS software was used to simulate and analyze the test. The buckling modes and the load-carrying capacities analyzed by the finite element model agreed with the test results, which showed that the developed finite element model was feasible to analyze the buckling and bearing capacity of the CFS double-lipped equal-leg angles. The experimental results were compared with those calculated by the direct strength method in the North American standard and the effective width method in the Chinese standard. The comparisons indicated that the calculated results are very conservative with maximum value 36% and 51% for direct strength method and effective width method, respectively. The coefficient of variation was 0.276 and 0.397, respectively. Finally, the modified direct strength method and the modified effective width method were proposed based on the experimental results. The comparison on the ultimate strength between test results and calculated results by using the modified method showed a good agreement. The modified method can be as a proposed desigh method for the ultimate strength of the CFS double-lipped equal-leg angles under axial compression.

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16

Guo, Yanli, and Xingyou Yao. "Distortional buckling behavior and design method of cold-formed steel lipped channel with rectangular holes under axial compression." Mathematical Biosciences and Engineering 18, no. 5 (2021): 6239–61. http://dx.doi.org/10.3934/mbe.2021312.

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<abstract> <p>The use of cold-formed steel (CFS) channel sections with rectangular holes in the web is becoming gradually popular in building structures. However, such holes can result in sections becoming more susceptible to be distortional buckling and display lower load-carrying capacities. This paper presents a total of 44 axially-compressed tests of CFS lipped channel columns with and without rectangular web holes including different hole sizes and cross-sections. The test results show that the specimens were controlled by distortional buckling or interaction of local buckling and distortional buckling. The load-carrying capacities of specimens with rectangular holes were lower than that of specimens without hole. The load-carrying capacities of specimens were gradually decreased with the increasing of dimensions of holes. Then a nonlinear elasto-plastic finite element model (FEM) was developed and the analysis results showed good agreement with the test results. The validated FE model was used to conduct a parametric study involving 16 FEM to investigate the effects of the section, the dimension of the hole, and the number of holes on the ultimate strength of such channels. Furthermore, the formulas to predict the distortional buckling coefficient were developed for the section with holes by using the verified FEM. Finally, the tests and parametric study results were compared against the distortional buckling design strengths calculated in accordance with the developed method. The comparison results show that the proposed design method closely predict the load carrying capacity of CFS channel sections with rectangular web holes.</p> </abstract>

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17

Wang, Chun Gang, Nai Wen Zhang, and Ping Ma. "Elastic Distortional Buckling Stress of Steel Channel Column." Applied Mechanics and Materials 405-408 (September 2013): 644–47. http://dx.doi.org/10.4028/www.scientific.net/amm.405-408.644.

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In order to investigate the simple calculative method of channels with complex edge stiffeners for the elastic distortional buckling stress under axial compressive load, a total of 90 cold-formed thin-walled steel channels with Σstyle web stiffeners and complex edge stiffeners , channels with complex edge stiffeners and intermediate V type stiffeners in the web were analyzed by finite strip software CUFSM. The influence of the parameters for the elastic distortional buckling stress was analyzed. Simplified formulas for calculating the elastic distortional buckling stress of Σstyle channels with complex edge stiffeners, channels with complex edge stiffeners and intermediate V type stiffeners in the web under axial compressive load were provided. The availability of the formulas was verified.

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18

Chen, Ming, Zi Qi He, and Zhan Ke Liu. "Distortional Buckling Control of Cold-Formed Lipped Channel Columns with Web Stiffener." Advanced Materials Research 838-841 (November 2013): 308–13. http://dx.doi.org/10.4028/www.scientific.net/amr.838-841.308.

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For cold-formed lipped channel columns with web stiffener, the distortional buckling stress may be lower than the local buckling and overall buckling stress, and thus it may control the design. A countermeasure to prevent the distortional buckling of such sections form happening by setting batten plates between two lips of the section was analyzed using the finite element program of ANSYS. Varying length and one way axial force eccentricity were concerned to observe the effect of the batten plates to the buckling behavior, load carrying capacities of the section in different cases. All the results can be the reference for later experimental study.

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19

Yao, Xingyou. "Experimental Study and Direct Strength Method for Cold-Formed Steel Built-Up I-Sectional Columns under Axial Compression." Mathematical Problems in Engineering 2021 (July 21, 2021): 1–22. http://dx.doi.org/10.1155/2021/5565125.

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The objective of this paper is to investigate the buckling behavior and design method of the ultimate strength for the cold-formed steel (CFS) built-up I-sectional columns under axial compression which failed in distortional buckling and interactive buckling. A total of 56 CFS built-up I-sectional columns subjected to axial compression were tested, and the different buckling modes and ultimate strengths were analyzed in detail by varying the thickness, the length, the spacing of screws, the end fastener group, and the cross-sectional dimensions of CFS built-up I-sectional columns. It was shown in the test that noticeable interaction of local and distortional buckling or interaction of local, distortional, and global buckling was observed for the built-up I-sectional columns with different lengths and cross-sectional dimensions. A finite element model (FEM) was developed and validated with experimental results. A further parametric study has been conducted including different cross sections and slenderness ratios for the built-up I-sectional columns. The load-carrying capacities obtained from the experimental and numerical study were used to investigate the feasibility of the current direct strength method (DSM) when DSM was applied to CFS built-up I-sectional columns. The comparison results showed that the current DSM is not safe for CFS built-up columns failed in distortional buckling and interactive buckling. Therefore, the improved design formulas were proposed, and their accuracy was verified by using finite element analysis (FEA) and experimental results of CFS built-up I-sectional columns subjected to axial compression.

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20

Jiang, Li Zhong, Wang Bao Zhou, and Yao Luo. "Simple Formulate for Distortional Buckling Load of Liffed Channel Aluminium Alloy Members under Axial Force." Advanced Materials Research 378-379 (October 2011): 230–36. http://dx.doi.org/10.4028/www.scientific.net/amr.378-379.230.

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Aluminium alloy members under axial force have broad application in structural field. Owing to low elastic modulus, aluminium alloy members are easier buckling than steel members. Based on the reasonable and equivalent calculation model and the related calculation formulas of rotational restraint stiffness kφ, lateral restraint stiffness kx, and distortional buckling critical half-wave length λ that provided by lipped channel web plate to flange under longitudinal distribution stress, the distortional buckling load calculation formula of the lipped channel is derived combining the thin-walled bar buckling theory in elastic medium. The distortional buckling loads and distortional buckling critical half-wave lengths at the different wall thickness have been calculated using the calculation formulas of this paper, and the results have been comparatived with the finite strip method. The comparison results show that: the average ratio of caculation results from formulas of this paper and results from CUFSM is 0.997and0.971 respectively,the corresponding variance is 2.9*10-5and 7.5*10-5. So the calculation results of this paper is in good agreement with the finite strip software, the calculation formula of this paper has enough calculation precision and good stability. At the same time, the calculation results of this paper is more concise than calculation formula for the same type, easy to be applied, may be used in practical applications and taken account into design codes and guidelines.

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21

Bao, Chun Sheng, Xiao Bin Han, and Wei Wang. "Determination of Critical Distortional Buckling Load for Thin-Walled C Steel Section." Advanced Materials Research 163-167 (December 2010): 454–59. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.454.

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The differential equations about distortional buckling are established according to the distortional buckling mode of cold-formed thin-walled C steel on the lateral and vertical loads. The formula of critical moment is obtained according to the differential equations of bending. This formula can calculate the critical moment if the properties of the section of C steel are given.

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22

Wang, Chun Gang, Run Jia Liang, Lian Guang Jia, and Hong Liu. "Experiments on Cold-Formed Steel Lipped Channel Beams with Complex Edge Stiffeners and Web Holes." Advanced Materials Research 671-674 (March 2013): 461–64. http://dx.doi.org/10.4028/www.scientific.net/amr.671-674.461.

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This paper presents an experimental investigation and a numerical analysis on the bending strength and behavior of cold-formed steel C-section and ∑-section beams with complex edge stiffeners and web holes. Local buckling, distortional buckling and interaction between local and distortional buckling were observed in the tests. The experimental results show that the stiffened web has great influence on member's bending strength. Compared with C-section specimens, the stiffness of the web stiffeners of ∑-section specimens reduced the influence of the holes. The finite element analysis results show good agreement with the experimental results in terms of bending strength and buckling mode.

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23

Zhang, Junfeng, Bo Li, Anqi Li, and Shiyun Pang. "Critical Stress Determination of Local and Distortional Buckling of Lipped Angle Columns under Axial Compression." Buildings 12, no. 6 (May 25, 2022): 712. http://dx.doi.org/10.3390/buildings12060712.

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In recent years, cold-formed steel has been widely used in prefabricated steel structures, and the common cross-section forms are mainly complex lipped angle sections. However, there is a lack of design guidance for such a cross-section due to the complex geometric property. The restraint between adjacent plates cannot be considered proper for the traditional analytical method. Therefore, it is particularly important to study the stability bearing capacity of angle sections with complex edges under axial compression. In this paper, the finite strip software (CUFSM5) was used to analyze the critical stress of 1296 different angle sections under axial compression. The deformation diagram and the critical stress of elastic buckling were obtained. Considering the restraint between adjacent plates, the formula for predicting the critical stress of elastic local buckling of complex lipped angle sections was proposed and verified. Further, the critical stress of elastic distortional buckling of 918 complex lipped angle sections was analyzed by CUFSM. It was found that the cross-sections can be divided into two categories: cross-section without distortional point and cross-section with distortional point. It was found that the critical stress of elastic local buckling of the angle steel section can be significantly improved by the complex edge. Additionally, the critical stress of elastic local buckling of the section is less affected by the edge size for the complex edge section. The accuracy of the Hancock method for calculating the critical stress of elastic distortional buckling of complex lipped angle sections with distortional points was verified. The presented research can provide useful guidelines for designing cold-formed steel angle columns.

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24

Wang, Chun Gang, Da Qian Zhao, and Xin Yong Yu. "A Simplified Formula for Calculating the Elastic Distortional Bucking Stress of Steel Channel Bending Members with Complex Edge Stiffeners and Intermediate Stiffeners in Elements." Applied Mechanics and Materials 405-408 (September 2013): 648–51. http://dx.doi.org/10.4028/www.scientific.net/amm.405-408.648.

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In order to research the simplified formulas of bending steel channels with complex edge stiffeners for their elastic distortional buckling stress, each 70 members for lipped channels with complex edge stiffeners, Σ style channels with complex edge stiffeners and channels with complex edge stiffeners and intermediate V type stiffeners in the web were numerical analyzed by the finite strip software CUFSM. Based on the existed expression for local bucking and introducing distortional buckling coefficient, each of the suggested simplified formulas for distortional buckling stress of the above members were summarized. Besides, formulas for lipped channels with complex edge stiffeners and channels with complex edge stiffeners and intermediate V type stiffeners in the web were united as one. All the formulas were confirmed for their availability.

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25

Arizou, Ramin, and Magdi Mohareb. "Design Considerations for Distortional Lateral Buckling." Journal of Structural Engineering 147, no. 12 (December 2021): 04021203. http://dx.doi.org/10.1061/(asce)st.1943-541x.0003167.

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26

Lau, Sammy C. W., and Gregory J. Hancock. "Distortional Buckling Formulas for Channel Columns." Journal of Structural Engineering 113, no. 5 (May 1987): 1063–78. http://dx.doi.org/10.1061/(asce)0733-9445(1987)113:5(1063).

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27

Williams, Fred W., Adel K. Jemah, and Diem H. Lam. "Distortional Buckling Curves for Composite Beams." Journal of Structural Engineering 119, no. 7 (July 1993): 2134–49. http://dx.doi.org/10.1061/(asce)0733-9445(1993)119:7(2134).

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28

Samanta, Avik, and Ashwini Kumar. "Distortional buckling in monosymmetric I-beams." Thin-Walled Structures 44, no. 1 (January 2006): 51–56. http://dx.doi.org/10.1016/j.tws.2005.09.007.

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29

Teng, J. G., J. Yao, and Y. Zhao. "Distortional buckling of channel beam-columns." Thin-Walled Structures 41, no. 7 (July 2003): 595–617. http://dx.doi.org/10.1016/s0263-8231(03)00007-7.

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30

Bradford, M. A. "Distortional buckling of elastically restrained cantilevers." Journal of Constructional Steel Research 47, no. 1-2 (August 1998): 3–18. http://dx.doi.org/10.1016/s0143-974x(98)80003-5.

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31

Bradford, Mark A. "Distortional buckling of monosymmetric I-beams." Journal of Constructional Steel Research 5, no. 2 (January 1985): 123–36. http://dx.doi.org/10.1016/0143-974x(85)90010-0.

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32

Bradford, M. A. "Inelastic distortional buckling of I-beams." Computers & Structures 24, no. 6 (January 1986): 923–33. http://dx.doi.org/10.1016/0045-7949(86)90300-7.

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33

Bradford, M. A. "Elastic distortional buckling of overhanging beams." Structural Engineering and Mechanics 4, no. 1 (January 25, 1996): 37–47. http://dx.doi.org/10.12989/sem.1996.4.1.037.

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34

DINIS, P. B., and D. CAMOTIM. "LOCAL/DISTORTIONAL/GLOBAL MODE INTERACTION IN SIMPLY SUPPORTED COLD-FORMED STEEL LIPPED CHANNEL COLUMNS." International Journal of Structural Stability and Dynamics 11, no. 05 (October 2011): 877–902. http://dx.doi.org/10.1142/s0219455411004385.

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This paper reports the results of a numerical investigation concerning the elastic and elastic-plastic post-buckling behavior of cold-formed steel-lipped channel columns affected by local/distortional/global (flexural-torsional) buckling mode interaction. The results presented and discussed are obtained by means of analyses performed in the code ABAQUS and adopting column discretizations into fine four-node isoparametric shell element meshes. The columns analysed (i) are simply supported (locally/globally pinned end sections with free warping), (ii) have cross-section dimensions and lengths ensuring equal local, distortional, and global (flexural-torsional) critical buckling loads, thus maximizing the mode interaction phenomenon under scrutiny, and (iii) contain critical-mode initial geometrical imperfections exhibiting different configurations, all corresponding to linear combination of the three "competing" critical buckling modes. After briefly addressing the lipped channel column "pure" global post-buckling behavior, one presents and discusses in detail numerical results concerning the post-buckling behavior of similar columns experiencing strong local/distortional/global mode interaction effects. These results consist of (i) elastic (mostly) and elastic-plastic equilibrium paths, (ii) curves and figures providing the evolution of the deformed configurations of several columns (expressed as linear combinations of their local, distortional, and global components) and, for the elastic-plastic columns, (iii) figures enabling a clear visualization of (iii1) the location and growth of the plastic strains, and (iii2) the characteristics of the failure mechanisms more often detected in this work.

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35

CHEN, WEI, and JIHONG YE. "ELASTIC LATERAL AND RESTRAINED DISTORTIONAL BUCKLING OF DOUBLY SYMMETRIC I-BEAMS." International Journal of Structural Stability and Dynamics 10, no. 05 (December 2010): 983–1016. http://dx.doi.org/10.1142/s0219455410003865.

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Based on the energy principle, a theoretical study of the elastic lateral distortional buckling (LDB) and restrained distortional buckling (RDB) of I-beams is presented. First, because the existing potential energy expressions for LDB are not suitable for members under a transverse distributed load, a new general potential energy expression of I-beams for lateral buckling is derived by using the nonlinear elastic theory. The proposed expression is equivalent to the classical potential equation when web distortion is suppressed and caters for I-beams under transverse distributed load, transverse concentrated load, and end moments, and when the web is flexible. Then, an LDB equation for simply supported, doubly symmetric, I-beams under uniform distributed load is developed by invoking the Ritz method. In addition, an RDB equation for continuous composite beams is also deduced by using some simplifications. The corresponding simplifications and equations are verified by the finite element method. Suggestions for further study are also presented. The outcomes of the present paper have important theoretical and practical significance and provide a rational basis for practical design methods.

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Sapountzakis, Evangelos, and Amalia Argyridi. "Influence of in-Plane Deformation in Higher Order Beam Theories." Strojnícky casopis – Journal of Mechanical Engineering 68, no. 3 (November 1, 2018): 77–94. http://dx.doi.org/10.2478/scjme-2018-0028.

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AbstractComparing Euler-Bernoulli or Tismoshenko beam theory to higher order beam theories, an essential difference can be depicted: the additional degrees of freedom accounting for out-of plane (warping) and in-plane (distortional) phenomena leading to the appearance of respective higher order geometric constants. In this paper, after briefly overviewing literature of the major beam theories taking account warping and distortional deformation, the influence of distortion in the response of beams evaluated by higher order beam theories is examined via a numerical example of buckling drawn from the literature.

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Rokade, R. P., K. Balaji Rao, and B. Palani. "Determination of Modelling Error Statistics for Cold-Formed Steel Columns." Advances in Civil Engineering 2020 (February 28, 2020): 1–25. http://dx.doi.org/10.1155/2020/3740510.

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In this article, an attempt has been made to estimate the Modelling Error (ME) associated with compression capacity models available in international standards for different failure modes of compression members fabricated from Cold-Formed Steel (CFS) lipped channel sections. For the first time, a database has been created using test results available in the literature for compression capacities of CFS lipped-channel sections. The database contains details of 273 numbers of compression member tests which have failed in different failure modes, namely, (i) flexural, torsional, flexural-torsional, local, and distortion buckling and (ii) failure by yielding. Only those sources, which report all the details, required to compute the capacities using different standards are included in the database. The results of experimental investigations carried out at CSIR-Structural Engineering Research Centre, Chennai, are also included in this test database. The international codes of practice used in calculation of compression capacities of the database columns considered in this paper are ASCE 10-15 (2015), AISI S100-16 (2016), AS/NZS 4600: 2018 (2018), and EN 1993-1-3:2006 (2006). The ASCE, AISI, AS/NZS, and EN design standards have different design guidelines with respect to the failure modes, e.g., ASCE 10-15 (2015) standard provides stringent criteria for maximum width to thickness ratio for stiffened and unstiffened elements. Hence, guidelines for the distortional buckling mode are not provided, whereas the AISI S100-16 (2016) and AS/NZS 4600: 2018 (2018) standards consider separate guidelines for distortional buckling mode and EN 1993-1-3:2006 (2006) standard considers combined local and distortional buckling mode. Further, the sample size for each design standard is varying depending on the design criteria and failure mode. Studies on statistical analysis of ME suggest that the compression capacity predicting models for flexural-torsional buckling mode are associated with large variation irrespective of the design standard. Similar observations are made for the flexural buckling model as per EN 1993-1-3:2006 (2018) standard and distortional buckling models as per AISI S100-16 (2016) and AS/NZS 4600: 2018 (2018) standards. The compression capacities for test database sections are evaluated by neglecting the partial safety factors available in design standards. The probabilistic analysis to determine statistical characteristics of compression capacity indicates the importance of consideration of ME as a random variable. Hence, the ME results will be useful in code calibration studies and may have potential reference to design practice.

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Zhao, Yang, Wei Ming Yan, and Cheng Yu. "Simplified Method for Elastic Distortional Buckling Stress of Cold-Formed Thin-Wall Steel Members." Applied Mechanics and Materials 166-169 (May 2012): 3391–98. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.3391.

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For the distortional buckling of cold-formed thin-wall steel members, the Direct Strength Method (DSM) is a recently adopted design approach by foreign standard, and Chinese professional standard Technical specification for low-rise cold-formed thin-wall steel buildings present the calculation formulas based on the Effective Area Method (EAM) .The key of both methods is the elastic distortional buckling stress .At present, the calculation methods about it are over conservative .Compare the calculation results of method in AISI S100with the one calculated by software CUFSM ,for C and Z sections in bending and axial compression loading respectively in the North American Specifications for Cold-Formed Steel Structural Members (AISI S100). This paper presents revised simplified methods for calculating the elastic distortional buckling stress. The new methods yield more accurate results but similar computation cost compared to the existing methods.

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Liu, Can, and Liping Duan. "Analytical Prediction of the Distortional Buckling Loads for Cold-Formed Channel Beams with Edge-Stiffened Rectangular Web Openings." Buildings 13, no. 1 (December 30, 2022): 101. http://dx.doi.org/10.3390/buildings13010101.

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Recently, there has been an increasing number of studies on the distortional buckling analyses of cold-formed steel (CFS) channels with web edge-stiffened holes. However, the literature about the analytical solutions is scarce, and the current design rules, e.g., the American Iron and Steel Institute (AISI 2016) and the Australian/New Zealand standards (AS/NZ 4600: 2018), provide little design advice for CFS channels with edge-stiffened holes. This paper presents an analytical method for estimating the bearing capacity for the distortional buckling of CFS channel beams with edge-stiffened rectangular web holes. To validate the proposed method, comprehensive finite element (FE) analyses were performed. The proposed design equations accurately forecast the distortional buckling moment capacities of the CFS channels with edge-stiffened holes. Specifically, the average error of the critical moment predictions for the distortional buckling of perforated CFS channel beams obtained by the proposed analytical method and the finite element method (FEM) is only 6.59%, where the maximum error reaches 17.76%. Moreover, a parameter study on the effect of the edge-stiffener length on the bearing capacity was carried out as well, and the results show that the edge stiffener indeed significantly enhanced the critical moment when it is below a threshold length, but the enhancement becomes unobvious once surpassing the threshold length.

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Albert, Charles, Hesham S. Essa, and D. J. Laurie Kennedy. "Distortional buckling of steel beams in cantilever-suspended span construction." Canadian Journal of Civil Engineering 19, no. 5 (October 1, 1992): 767–80. http://dx.doi.org/10.1139/l92-088.

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The behaviour of cantilever-suspended span systems is influenced by the type of loading and the presence of flange restraint. An experimental program consisting of 33 full-scale tests was undertaken to examine the stability of beams in a single overhang configuration. The results indicate that torsional flange restraint significantly enhances the buckling resistance and is particularly effective when combined with a web stiffener. Lateral bracing of the bottom flange at column supports is of considerable importance in maintaining stability. Simulating the proper boundary conditions is essential, since test specimens are very sensitive to unwanted restraints and can buckle in a higher energy mode.A finite element model was developed that takes into account inelastic material behaviour, residual stresses and cross-sectional distortions. The predicted buckling capacities are in good agreement with experimental results. Key words: cantilever-suspended span, steel beams, distortional buckling, flange restraint, inelastic behaviour.

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41

Yao, Jian, Ting Ting Tang, and Bai Xin Chen. "Simple Formulae for Distortional Buckling Loads of Cold-Formed Thin-Walled Rack Members Upright with Rear Flange and Additional Lip Stiffeners." Advanced Materials Research 831 (December 2013): 170–75. http://dx.doi.org/10.4028/www.scientific.net/amr.831.170.

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The determination of the elastic distortional buckling loads of the cold-formed lipped channel sections upright with rear flange and additional lip stiffeners subjected to the pure bending was performed based on the analytic solutions combined with CUFSM. The parameter analyses were carried out under the extreme load case of pure bending, leading to approximate formulae for predicting the buckling half-wavelength and the modified factor to take into account the effect of the shear and distortional deformation of the flange section. The rotational restraint, provided by the web to the flange during buckling deformation, was then examined, and a more accurate linear approximate expression for the rotational restraint and the web stress was proposed. Based on these approximate formulae, simplified formulae were finally developed to predict the elastic distortional buckling loads of the cold-formed lipped channel sections upright with rear flange and additional lip stiffeners subjected to the pure bending. The proposed formulae are shown to be accurate through comparison with the results of CUFSM, easy to be applied, may be used in practical applications and taken account into design codes and guidelines.

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PIASSI, A. D., J. V. DIAS, A. F. G. CALENZANI, and F. C. C. MENANDRO. "Lateral distortional buckling of cellular composite-beams." Revista IBRACON de Estruturas e Materiais 11, no. 2 (April 2018): 331–56. http://dx.doi.org/10.1590/s1983-41952018000200007.

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Abstract In the region of negative bending moments of continuous and semi-continuous steel and concrete composite beams, the inferior portion of the steel section is subjected to compression while the top flange is restricted by the slab, which may cause a global instability limit state know as lateral distortional buckling (LDB) characterized by a lateral displacement and rotation of the bottom flange with a distortion of the section’s web when it doesn’t have enough flexural rigidity. The ABNT NBR 8800:2008 provides an approximate procedure for the verification of this limit state, in which the resistant moment to LDB is obtained from the elastic critical moment in the negative moment region. One of the essential parameters for the evaluation of the critical moment is the composite beam’s rotational rigidity. This procedure is restricted only to to steel and concrete composite beams with sections that have plane webs. In this paper, an equation for the calculation of the rotational rigidity of cellular sections was developed in order to determine the LDB elastic critical moment. The formulation was verified by numerical analyses performed in ANSYS and its efficiency was confirmed. Finally, the procedure described in ABNT NBR 8800:2008 for the calculation of the critical LDB moment was expanded to composite beams with cellular sections in a numerical example with the appropriate modifications in geometric properties and rotational rigidity.

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Pi, Y. L., and N. S. Trahair. "Lateral-Distortional Buckling of Hollow Flange Beams." Journal of Structural Engineering 123, no. 6 (June 1997): 695–702. http://dx.doi.org/10.1061/(asce)0733-9445(1997)123:6(695).

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de Barros Chodraui, Gustavo Monteiro, Jorge Munaiar Neto, Roberto Martins Gonçalves, and Maximiliano Malite. "Distortional Buckling of Cold-Formed Steel Members." Journal of Structural Engineering 132, no. 4 (April 2006): 636–39. http://dx.doi.org/10.1061/(asce)0733-9445(2006)132:4(636).

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Zirakian, Tadeh, and Hossein Showkati. "Experiments on Distortional Buckling of I-Beams." Journal of Structural Engineering 133, no. 7 (July 2007): 1009–17. http://dx.doi.org/10.1061/(asce)0733-9445(2007)133:7(1009).

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JOHNSON, R. P., and C. K. R. FAN. "DISTORTIONAL LATERAL BUCKLING OF CONTINUOUS COMPOSITE BEAMS." Proceedings of the Institution of Civil Engineers 91, no. 1 (March 1991): 131–61. http://dx.doi.org/10.1680/iicep.1991.13586.

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Hancock, Gregory J. "Distortional Buckling of Steel Storage Rack Columns." Journal of Structural Engineering 111, no. 12 (December 1985): 2770–83. http://dx.doi.org/10.1061/(asce)0733-9445(1985)111:12(2770).

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48

Goltermann, P., and S. E. Svensson. "Lateral Distortional Buckling: Predicting Elastic Critical Stress." Journal of Structural Engineering 114, no. 7 (July 1988): 1606–25. http://dx.doi.org/10.1061/(asce)0733-9445(1988)114:7(1606).

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49

Bradford, Mark Andrew, and Zhi Gao. "Distortional Buckling Solutions for Continuous Composite Beams." Journal of Structural Engineering 118, no. 1 (January 1992): 73–89. http://dx.doi.org/10.1061/(asce)0733-9445(1992)118:1(73).

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Samanta, Avik, and Ashwini Kumar. "Distortional buckling in braced-cantilever I-beams." Thin-Walled Structures 46, no. 6 (June 2008): 637–45. http://dx.doi.org/10.1016/j.tws.2007.12.004.

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